Am_0001.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE

2. AMENDMENT/MODIFICAITON NO. 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQ. NO. 5. PROJECT NO. (If applicble)

7. ADMINISTERED BY (If other than Item 6) CODE

STANDARD FORM 30 (REV. 10-83)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICIATION NO.

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NO.

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers is extended, is not extended.

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended, by one of the following methods:

(a)By completing items 8 and 15, and returning copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment your desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPIRATION DATA (If required)

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT ORDER

NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc. ) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15C. DATE SIGNED

15A. NAME AND TITLE OF SIGNER (Type or print)

16C. DATE SIGNED

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

14. DESCRIPTION OF AMENDMENT/MODIFICATION ( Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

PAGE OF PAGES

6. ISSUED BY CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code) (X)

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

NSN 7540-01-152-8070

Previous edition unusable

SUBMITTAL REGISTER

Delete the Submittal Register in its entirety and substitute the attached revised Submittal Register therefore.

SECTION 01 45 04.00 10

Page 6, paragraph 3.4.3, subparagraph d. Delete this subparagraph in its entirety and substitute the following therefore:

“d. Pile Driving Inspector Graduate Geotechnical Engineer with 3 yrs of experience related to pile driving”

SECTION 02 41 00

Page 5, paragraph 3.1.2. Delete this paragraph in its entirety and substitute the following therefore:

“3.1.2 Timber Piles

All timber piles shall be cut at the ground line unless they interfere with the placement of the new piles. Only timber piles that interfere with the new piles shall be pulled. Portions of the existing guidewall may be infested with termites. Care shall be taken when handling pieces of the removed guidewall to prevent infestation of remaining guidewalls. Demolished timber piles will become property of the Contractor.”

SECTION 03 31 00.00 12

1. Page 8, paragraph 1.5, SD-03 Product Data. Add “; G” after “Conveying Equipment and Methods” and “Placing Equipment and Methods”.

2. Page 10, paragraph 1.5, SD-06 Test Reports. Add “; G” after “Uniformity of Concrete Mixing”.

3. Page 23, paragraph 3.1.4.7. Delete this paragraph in its entirety.

SECTION 05 50 13

1. Page 3, paragraphs 1.1 and 1.2. Delete these paragraphs in their entirety and substitute the following therefore:

“1.1 SCOPE

This section specifies the general workmanship standards applicable to the fabrication and assembly of metalwork such as corner protection, fenders, mooring bollards, mooring pins, and handrails, to insure compliance with the specifications. These requirements are in addition to those contained in the specification sections covering the specific items of work or indicated on the drawings.

1.2 MEASUREMENT AND PAYMENT

No measurement will be made for miscellaneous metal fabrication. Payment shall be made at the contract job price for "Miscellaneous Metals". Price and payment shall constitute full compensation for furnishing all plant, labor, materials, and equipment required to complete the work as specified herein and as shown on the drawings including, but not limited to, installing corner protection, fenders, mooring bollards, mooring pins, and handrails.”

2. Page 6, paragraph 1.4, SD-03 Product Data. Change “Plastic Fenders” to “UHMW Fenders”.

3. Page 7, paragraph 1.6.2. Delete this paragraph and its subparagraphs in their entirety and substitute the following therefore: “1.6.2 Reserved”

4. Page 9, paragraph 2.1.5. Delete this paragraph and its subparagraphs in their entirety and substitute the following therefore:

“2.1.5 Ultra High Molecular Weight Polyethylene (UHMWPE) Fenders

2.1.5.1 General

a. Materials including additives shall be traceable by original lot number.

b. Materials used shall be FDA approved or otherwise harmless to marine life.

c. The UHMWPE fender shall be provided to the dimensions shown in the plans. All machining shall be performed by the manufacturer prior to delivery to the field. The following tolerances shall apply:

Rail Size

Thickness + 1/16 inch Width and Length + 1/4 inch

Pivot Pipe Lining

Thickness + 1/32 inch Width and Length + 1/4 inch

Machining

Hole Locations + 0.05 inch

The UHMWPE shall be installed as shown on the drawings. Any UHMWPE damaged by over tightened bolts or gouges shall be replaced at Contractor’s expense.

2.1.5.2 Resin

a. Virgin resin shall be a homopolymer of ethylene and have an intrinsic viscosity (IV) between 22.0 and 28.0 dl/g as measured by ASTM D 4020 method for relative solution viscosity and an elongation stress of 0.25- 0.40 N/square mm.

b. No reprocessed resin shall be used.

c. Resin shall be oil and moisture free (0.2 percent weight maximum).

2.1.5.3 Composition and Fabricated From

a. Resin shall comprise a minimum 95.0 percent weight concentration in the formulation.

b. The finished form shall be UV stabilized so that the loss of initial ultimate tensile strength shall be less than 10 percent after 5 years. Material shall be free of any saltwater or petroleum product leachable materials.

c. The fabricated form shall have the following properties:

Density (ASTM D 792) 0.92 - 0.94 g/cc

Tensile Strength (ASTM D 638) Ultimate, minimum Ultimate Elongation, minimum

5,500 psi 250 percent

Impact Strength (ASTM D 256) Test Method A, Izod, single notch

Non-break for all five determinations in sample.

Hardness (ASTM D 2240), minimum Shore D 68 Coefficient of Friction (ASTM D 1894) Kinetic, maximum Static, maximum

0.15 0.20

Water Absorption (ASTM D 570) <0.010%

d. Color shall be safety yellow.

SECTION 09 97 02.01 12

Page 20, paragraph 3.5, System No. 23-C-Z. Delete these descriptions in their entirety and substitute the following therefore:

“SYSTEM NO. 23-C-Z (MODIFIED)

Items or surfaces to be coated: mooring bollards and exposed surfaces of line hooks

PRIMER 2nd COAT 3rd COAT

Carbozinc 11 SSPC Paint 36* SSPC Paint 36* (existing) (safety yellow) (safety yellow)

* SSPC Paint 36 shall be compatible with existing Carbozinc 11 primer.”

DRAWINGS

1. SHEET IDENTIFICATION Nos. G-003, S-100, S-101, S-102, S-103, S-104, S-105 and S-

106. Delete these drawings in their entirety and substitute the attached revised drawings SHEET IDENTIFICATION Nos. G-003, S-100, S-101, S-102, S-103, S-104, S-105 and S-106 therefore.

2. Add the attached new drawings identified as SHEET IDENTIFICATION Nos. S-102A, S- 105A and S-107.

SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 1 OF 7 PAGES

BAYOU BOEUF LOCK, SOUTH CHAMBER GUIDEWALL REPLACEMENT

00 73 75.00 12 SD-01 Preconstruction Submittals

1.7 GAccident Prevention Plan

01 32 17.00 20 SD-01 Preconstruction Submittals

1.6 GQualifications

GBaseline Network Analysis Schedule

SD-11 Closeout Submittals

1.8.2 GAs-Built Schedule

01 33 00 SD-01 Preconstruction Submittals

1.7 GSubmittal Register

01 45 04.00 10 SD-01 Preconstruction Submittals

3.2 G CDContractor Quality Control Plan

01 57 20.00 12 SD-01 Preconstruction Submittals

1.6.1 GEnvironmental Pollution Control

Plan 01 78 02.00 10 SD-02 Shop Drawings

1.3.1 G DO'As-Built' Drawings

02 41 00 SD-01 Preconstruction Submittals

1.8 G RODemolition Plan

1.5.1 GNotifications

1.5.2Receipts 1.6Existing Conditions

SD-11 Closeout Submittals

1.6 GExisting Conditions

03 11 14.00 12 SD-02 Shop Drawings 1.7Shop Drawings

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

SCHEDULE DATES

CONTRACTOR

ACTION

APPROVING AUTHORITY

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AUTH REMARKS

(a) (b) (c) (d) (e) (f) (g) (h) (i) (j) (k) (l) (m) (n) (o) (p) (q) (r)

SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 2 OF 7 PAGES

03 11 14.00 12 SD-03 Product Data 2.1Materials

SD-05 Design Data

3.2.1 GFormwork Not Supporting Weight

of Concrete SD-06 Test Reports

1.8Quality Control

3.2 GForm Removal

03 21 00.00 12 SD-02 Shop Drawings

3.1 GFabrication and Placement

SD-03 Product Data

3.1.3 GMechanical Butt-Splices

2.1Materials

SD-06 Test Reports 1.5.1Material 1.5.2Tests, Inspections, and

Verifications 03 31 00.00 12 SD-03 Product Data

2.2 GConcrete Mixture Proportions

2.1.2 GAggregates

3.1.2Batch Plant 3.1.3Concrete Mixers

3.1.4 GConveying Equipment and

Methods

3.3 GPlacing Equipment and Methods

2.1.6 GNonshrink Grout

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

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SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 3 OF 7 PAGES

03 31 00.00 12 3.6.2.5Concrete Batch Tickets 3.2.2.2Surface Retarder

SD-04 Samples

1.6.1 GAggregate

SD-05 Design Data

3.2.2 GConstruction Joint Treatment

3.5 GCuring and Protection

3.3.4 GCold-Weather Placing

3.3.5 GHot-Weather Placing

1.9 GThermal Analysis and Thermal

Control Plan SD-06 Test Reports

3.6.2 GTesting and Inspection for

Contractor Quality Control

3.6.2.13 GUniformity of Concrete Mixing

3.6Tests and Inspections 3.3.6.1Temperature Monitoring

SD-07 Certificates 3.6.1Qualifications 3.6.1testing technician 3.6.1concrete construction special inspector

2.1.1 GCementitious Materials

2.1.4.1Impervious-Sheet Curing

Materials 2.1.3.1Air-Entraining Admixture

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

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SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 4 OF 7 PAGES

03 31 00.00 12 2.1.4.2Membrane-Forming Curing Compound

2.1.7Latex Bonding Compound 05 50 13 SD-02 Shop Drawings

1.5 GShop Drawings

3.2.1.4 GWelding Procedure Specifications

(WPS)

3.3.2 GWelding Procedure Specifications

(WPS)

3.2.1.5 GWelder, Welding Operator and

Tacker Qualification Certification

3.3.3 GWelder, Welding Operator and

Tacker Qualification Certification

3.2.1.6 GProcedure Qualification Report

(PQR)

3.4.1 GInspector Qualification

Certification

3.2.1.9 GNondestructive Testing

Procedures GPlastic Fenders

SD-03 Product Data GUHMW Fenders

2.1Materials SD-07 Certificates

3.2.1.5 GCertificates

09 97 02.01 12 SD-03 Product Data

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

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SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 5 OF 7 PAGES

09 97 02.01 12 1.6 G CDSafety and Health Provisions

1.6.6.2 G CDRespirators

1.6.6.1 G CDCertified Laboratory

1.7 G CDMedical Status

1.9.2.1 G CDPM-10 Monitoring

SD-04 Samples

2.1 G CDSpecial Paint Formulas

2.2 G CDPaint Formulations

2.2.2 G CDSolvent and Thinners

SD-06 Test Reports

1.9.2.1 G CDPM-10 Monitoring

1.6.6.1 G CDCertified Laboratory

3.4 G CDInspection

SD-07 Certificates

1.4 G CDQualifications

1.4.2 G CDCoating Thickness Gage

Qualification 31 62 17.00 12 SD-01 Preconstruction Submittals

3.1.1 G EDPile Driving Equipment

2.1 G EDWelder Qualifications, Procedure

Qualification Records (PQR), and Welding Procedure Specifications

(WPS)

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

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SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 6 OF 7 PAGES

31 62 17.00 12 2.2.1 G EDWelder Qualifications, Procedure Qualification Records (PQR), and Welding Procedure Specifications

(WPS)

2.3 G EDWelder Qualifications, Procedure

Qualification Records (PQR), and Welding Procedure Specifications

(WPS)

2.4 G EDWelder Qualifications, Procedure

Qualification Records (PQR), and Welding Procedure Specifications

(WPS)

2.1.4 G EDWeld Inspector Qualifications

2.2.5 G EDWeld Inspector Qualifications

2.1.4 GNondestructive Testing

Procedures

2.2.5 GNondestructive Testing

Procedures

1.6 G EDDelivery, Storage, and Handling

3.1.2 G EDPlacement

SD-02 Shop Drawings

3.1.6.10 G EDShop Drawings

SD-06 Test Reports

2.5 GDestructive Testing

2.1.2 GDimension Tolerances

2.2.3 GDimension Tolerances

SUBMITTAL REGISTER

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TITLE AND LOCATION CONTRACTOR

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SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 7 OF 7 PAGES

31 62 17.00 12 1.6.1 GMaterials Test Reports

2.1.4 GNondestructive Testing Of Welds

2.2.5 GNondestructive Testing Of Welds

3.2 GStructural and Welding Test

Results

3.1.6.1 GDriving Records

1.5 GReporting

SUBMITTAL REGISTER

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REINFORCEMENT CLEARANCE DETAIL

FACE OF CONCRETE

GENERAL NOTES:

SECONDARY REINFORCEMENT

PRIMARY REINFORCEMENT

CONCRETE NOTES:

STEEL NOTES:

OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.

RESPECT TO A HORIZONTAL PLANE AND ARE PLACED SUCH THAT MORE THAN 12 INCHES

4. TOP BARS ARE HORIZONTAL BARS AND BARS INCLINED LESS THAN 45 DEGREES WITH

318 FOR APPROPRIATE GUIDANCE.

CENTER-TO-CENTER BAR SPACING LATERALLY IS LESS THAN 3 BAR DIAMETERS, SEE ACI

3. IF CONCRETE COVER OR EDGE DISTANCE IS LESS THAN 1 BAR DIAMETER OR THE

BE AT LEAST 2.5 BAR DIAMETERS.

B) DISTANCE FROM THE CENTER OF A BAR TO THE NEAREST CONCRETE SURFACE MUST

A) CENTER-TO-CENTER BAR SPACING LATERALLY IS AT LEAST 5 BAR DIAMETERS AND

2. THE ALTERNATE TABLE MAY BE USED IF ALL OF THE FOLLOWING CONDITIONS ARE MET:

BE AT LEAST 1.5 BAR DIAMETERS.

B) DISTANCE FROM THE CENTER OF A BAR TO THE NEAREST CONCRETE SURFACE MUST

A) CENTER-TO-CENTER BAR SPACING LATERALLY IS AT LEAST 3 BAR DIAMETERS AND

1. USE THE BASIC TABLE IF ALL THE FOLLOWING CONDITIONS ARE MET:

NOTES:

BE MADE FOR MACHINING.

5. DIMENSIONS SHOWN OR CALLED FOR ARE THE FINAL DIMENSIONS; ALLOWANCES MUST

APPROVAL.

SHALL BE SHOWN ON THE SHOP DRAWINGS AND SUBMITTED BY THE CONTRACTOR FOR

AND INDICATE ONLY SIZE AND TYPE OF WELDS REQUIRED. DETAILED INFORMATION

4. WELDING SYMBOLS SHOWN ARE THOSE ADOPTED BY THE AMERICAN WELDING SOCIETY

WELDING.

WELDING CODE, SEE SPECIFICATIONS. E70 ELECTRODES SHALL BE USED FOR ALL

APPLICABLE, SHALL CONFORM TO THE AMERICAN WELDING SOCIETY STRUCTURAL

3. ALL WELDING SHALL BE ELECTRIC WELDING, WORKMANSHIP AND TECHNIQUE, WHERE

FILLET WELD ALONG ALL EDGES OF THE CONTACT, UNLESS OTHERWISE NOTED.

SUCH CONTACTS SHALL BE SEALED WATERTIGHT BY RUNNING A CONTINUOUS 1/8"

2. TO PREVENT CORROSION BY MOISTURE BETWEEN STEEL SURFACES IN CONTACT, ALL

SHAPES AND PLATES_____ASTM A572________________FY=50 ksi

PIPE PILES______________ASTM A139, GRADE D_______FY=46 ksi

1. ALL STRUCTURAL STEEL SHALL BE:

BASIC TABLE ALTERNATE TABLE

TOP OTHER

REINFORCEMENT EMBEDMENT AND SPLICE TABLES - 5000 PSI

TOP OTHER TOP OTHER TOP OTHER

SIZE

BAR

LENGTH, INCHES

MINIMUM EMBEDMENT

LENGTH, INCHES

MINIMUM LAP

LENGTH, INCHES

MINIMUM EMBEDMENT

LENGTH, INCHES

MINIMUM LAP

INDEX OF DRAWINGS

S-100

S-102

S-103

S-101

NEW GUIDEWALL LAYOUT

REFERENCE DRAWING (1 OF 7)

REFERENCE DRAWING (2 OF 7)

GUIDEWALL PLAN, PROFILE & SECTIONS 1 OF 2

GUIDEWALL PLAN, PROFILE & SECTIONS 2 OF 2

GUIDEWALL REINFORCEMENT DETAILS

S-104

S-105

CONCEPTUAL SEAL SLAB AND FORMWORK

HANDRAIL

S-106 CONTRACTOR LIMITATIONS

R-001

R-002

R-003 REFERENCE DRAWING (3 OF 7)

R-004 REFERENCE DRAWING (4 OF 7)

R-005 REFERENCE DRAWING (5 OF 7)

R-006 REFERENCE DRAWING (6 OF 7)

R-007 REFERENCE DRAWING (7 OF 7)

S-106A CONTRACTOR LIMITATIONS

S-102A GUIDEWALL SECTIONS & DETAILS

S-105A HANDRAIL TOP MOUNT DETAILS

S-107 REINFORMENT DETAILS

= CLEAR COVER

= DIAMETER

= CENTER LINE

EL.

O.C.

B/L

= ELEVATION

= BASELINE

= ON CENTER

= AZIMUTH

N.T.S. = NOT TO SCALE

DIA.

= TYPICAL

C/L OR CL

ABBREVIATIONS:

= STATION

LISTED AS LT. (LEFT) OR RT. (RIGHT), UNLESS OTHERWISE NOTED.

9. OFFSETS REFLECT A PERPENDICULAR OFFSET (90 DEGREES) FROM THE B/L

CONDITIONS WHICH WILL AFFECT THE PERFORMANCE OF THE WORK.

ADDITIONAL SURVEYS AND INVESTIGATIONS AS NECESSARY TO DETERMINE

BORING LOCATIONS. THE CONTRACTOR, AT HIS OWN EXPENSE, MAY MAKE

AND CONDITION OF THE MATERIALS WHICH WILL BE ENCOUNTERED BETWEEN THE

8. THE CONTRACTOR SHALL MAKE HIS OWN INTERPRETATION OF THE CHARACTER

LEVELING (2009.55), UNLESS OTHERWISE STATED.

7. ALL ELEVATIONS ARE EXPRESSED IN FEET AND REFER TO NAVD88 ADJUSTED

SHOWN ONLY WHERE DRAWING IS OBVIOUSLY OUT OF SCALE.

6. DRAWINGS ARE GENERALLY TO SCALE, BUT SHOULD NOT BE SCALED. NTS IS

FIELD.

APPROXIMATE. THE CONTRACTOR SHALL VERIFY ACTUAL DIMENSIONS IN THE

5. DIMENSIONS AND/OR ELEVATIONS MARKED PLUS OR MINUS (+/-) ARE

4. AZIMUTHS SHOWN ARE MEASURED CLOCKWISE FROM THE NORTH.

3. AERIAL PHOTOGRAPHY FLOWN IN 2009.

STATE PLANE, LA SOUTH, ZONE 1702, US FEET.

2. XY COORDINATES USED IN DRAWINGS REFER TO HORIZONTAL DATUM: NAD83,

MEASURED IN US SURVEY FEET.

1. HORIZONTAL DISTANCES REFER TO THE NAD83 HORIZONTAL DATUM AND ARE

GENERAL CROSS-REFERENCING SYMBOLS

EACH VIEW)

(CENTERED UNDER

VIEW SUBTITLE

SAME DRAWING

VIEW SHOWN ON

SECTION CUT W/

ANOTHER DRAWING

VIEW SHOWN ON

SECTION CUT W/

SAME DRAWING

VIEW SHOWN ON

DETAIL SYMBOL W/

ANOTHER DRAWING

VIEW SHOWN ON

DETAIL SYMBOL W/

FRONT SIDE

SECTION

ELEVATION

TOP

A

C-501

SCALE:

SUPPLEMENTAL INFORMATION

DETAIL/SECTION

D5

SCALE:

D5DETAIL/SECTION

SUPPLEMENTAL INFORMATION

C-102

C-302

SECTION/DETAIL)

(CENTERED UNDER

DRAWING

TITLE ON SAME

SECTION/DETAIL

SECTION/DETAIL)

(CENTERED UNDER

DRAWING

TITLE ON ANOTHER

SECTION/DETAIL

A A

MONOLITH JOINTS.

REINFORCEMENT SHALL NOT BE CONTINUOUS ACROSS EXPANSION AND

REINFORCEMENT SHALL BE CONTINUOUS ACROSS CONSTRUCTION JOINTS. 12.

EDGES, EXTERNAL CORNERS, AND VERTICAL EXPANSION JOINTS.

UNLESS OTHERWISE NOTED, PROVIDE 3/4" CHAMFER AT ALL EXPOSED JOINTS, 11.

OFFICER.

CONSTRUCTION JOINT LOCATIONS SHALL BE APPROVED BY THE CONTRACTING

TO IMPAIR THE INTEGRITY OF THE CONCRETE STRUCTURE. THESE ADDITIONAL

SHOWN, CONSTRUCTION JOINTS SHALL BE PLACED AT LOCATIONS LEAST LIKELY

PROVIDE CONSTRUCTION JOINTS WHERE SHOWN ON THE DRAWINGS. WHERE NOT 10.

9. ALL REINFORCING STEEL SHALL BE ASTM A615, UNLESS OTHERWISE NOTED.

UNLESS OTHERWISE NOTED.

"A" FINISH AND SURFACES COVERED BY BACKFILL SHALL BE CLASS "D" FINISH,

8. ALL EXTERIOR FORMED SURFACES NOT COVERED BY BACKFILL SHALL BE CLASS

CONTRACTING OFFICER, WILL BE AT THE CONTRACTOR'S EXPENSE.

DRAWINGS AND OTHER THAN ANY ADDITIONAL SPLICES REQUIRED BY THE

THE CONTRACTING OFFICER. SPLICES OTHER THAN THOSE SHOWN ON THE

DRAWINGS, WHERE ESSENTIAL TO CONSTRUCTIBILITY, SUBJECT TO APPROVAL BY

WILL BE ALLOWED TO MAKE SPLICES IN ADDITION TO THOSE INDICATED IN THE

LARGER BAR OR THE SPLICE LENGTH OF THE SMALLER BAR. THE CONTRACTOR

SPLICE LENGTH SHALL BE THE LARGER OF THE DEVELOPMENT LENGTH OF THE

INDICATED. WHEN BARS OF DIFFERENT SIZE ARE LAP SPLICED IN TENSION, THE

SPLICES AND EMBEDMENT LENGTHS WHERE LENGTHS ARE NOT OTHERWISE

7. THE EMBEDMENT AND SPLICE TABLE SHALL BE USED IN DETERMINING LAP

THE CONTRACTING OFFICER.

ITEMS AND OTHER OBSTRUCTIONS, SHALL BE BENT OR SHIFTED AS DIRECTED BY

6. REINFORCEMENT, WHERE NECESSARY TO AVOID OPENINGS, PIPES, EMBEDDED

OTHERWISE NOTED.

5. REINFORCING BARS SHALL BE CONTINUOUS AT ALL CORNERS UNLESS

SYSTEM OF THE CONCRETE REINFORCING STEEL INSTITUTE.

4. REINFORCING BAR DESIGNATION NUMBERS CONFORM TO THE NUMBERING

MANUAL - 2004.

IN ACCORDANCE WITH SP-66, AMERICAN CONCRETE INSTITUTE DETAILING

3. ALL BENDS OF REINFORCEMENT AND ALL BAR SPACERS AND SUPPORTS SHALL BE

2. REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH (Fy) OF 60,000 PSI.

28 DAYS.

1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (f'c) OF 5000 PSI AT

AZ.

CLR.

TYP.

DWG. = DRAWING

= EACH

E.W. = EACH WAY

FB. = FLAT BAR

I.D. = INNER DIAMETER

RAD. = RADIUS

R/W = RIGHT OF WAY

STA.

STD. = STANDARD

QTY. = QUANTITY

EA.

O.G. = OGEE

GALV. = GALVANIZED

C.J. = CONSTRUCTION JOINT

COVER SHEETG-001

LOCATION AND VICINITY MAPS AND BENCHMARKSG-002

SHEET INDEX, LEGEND, NOTES AND ABBREVIATIONSG-003

SOIL BORING LEGENDB-001

B-002

STAGE HYDROGRAPH - EAST GAGEH-001

STAGE HYDROGRAPH - WEST GAGEH-002

C-100

DEMOLITION PLANC-101

SOIL BORINGS

EXISTING SITE PLAN

S -1 d g n

S-100

N E

W G

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A L L L

A Y

O U

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NOTE

SO THAT NEW PILES ARE PLACED BETWEEN THE EXISTING PILES.

PILE LOCATIONS AND ADJUST THE LOCATION OF THE NEW PILES

ON SHEET C-101. THE CONTRACTOR SHALL VERIFY THE EXISTING

PILES MAY NOT BE LOCATED IN THE EXACT LOCATIONS SHOWN

DUE TO PREVIOUS REPAIRS AND MODIFICATIONS, THE EXISTING

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C/L LOCK

NEW GUIDEWALL LAYOUT

SCALE: 1" = 40'

DO NOT DISTURB.

EXISTING WEST GATEBAY.

DO NOT DISTURB.

EXISTING WEST GATEBAY.

SHEET S-102.

SEE END JOINT DETAIL,

DO NOT DISTURB.

EXISTING NORTH CHAMBER GUIDEWALL.

MONOLITH. SEE SHEET S-101.

80'-0" TYPICAL CONCRETE

SHEET S-102.

SEE TYPICAL JOINT DETAIL,

DO NOT DISTURB.

EXISTING EAST GATEBAY.

DO NOT DISTURB.

EXISTING EAST GATEBAY.SHEET S-102.

MONOLITH. SEE

END CONCRETE

FOR DETAILS.

SEE SHEETS S-101 TO S-105

PROPOSED GUIDEWALL

64'-1" 12 MONOLITHS - 80'-0" EACH 64'-1"

N

GULF INTRACOASTAL WATERWAY

GATE MONOLITH

10'-0" FROM EDGE OF

MOORING BOLLARD

GATE MONOLITH

10'-0" FROM EDGE OF

A P

P R

O X S

T A

A P

P R

O X S

T A

MOORING BITS SHALL BE PLACED AT THE CENTER OF EACH TYPICAL CONCRETE MONOLITH

0 2' 4' 6'

SCALE:3/8"=1'

0 4' 8' 16'

SCALE:3/16"=1'

1' 2'0 6"

SCALE:1-1/2"=1' S-101

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EL. 0.5

CHANNEL SIDE

EL. 1.5

EL. 14.5 TOP OF WALL

OF THE GATEBAYS.

ALIGN WITH THE FACE

FACE OF THE FENDERS

PLACED SUCH THAT THE

MONOLITHS SHALL BE

EL. 4.5

EL. 12.5

EL. 10.5

EL. 8.5

EL. 6.5

EL. 4.5

EL. 2.5

EL. -15.5

TIP EL. -80.0

(TYP.)

THICKNESS

" WALL 2

18"Ø PIPE PILE,

TIP EL. -80.0

ASECTION

"=1'-0"16

3SCALE:

2'-6"8'-0"2'-6"

13'-0"

PILES AND PLACE BACK

RAP. MOVE TO DRIVE

MATS OR 3'-0" TO 5'-0" RIP

ARTICULATED CONCRETE

3'-4"

SHEET

DETAILS THIS

FENDERS, SEE

4" x 10" UHMW

1'-6"

TYP.

B "=1'-0"2

1SCALE: 1

SECTION

COUNTER BORE (TYP.)"

1'-0"

"2

FENDER (TYP.)

THROUGH

" HOLES16

13DRILL

SETS OF ANCHORS SHALL BE SPACED 5' O.C.

NOTE

E M

B E

D M

E N

T

GROUP1

B8M W/ASTM F594

ASTM A193 GRADE

BOLTS SHALL BE

THREADED INSERT

3/4" HILTI HIS RN

4"x10" FENDER (TYP.)

TYPICAL MONOLITH PROFILE

CHANNEL SIDE

LAND SIDE TYPICAL MONOLITH PLAN

A

SCALE: 1/4 " = 1'-0"

3'-6" 10 EQUAL SPACES = 73'-0"

80'-0"

3'-6"

EL. 14.5

EL. 0.5

TIP EL. -80.0

3'-6"

SCALE: 1/4 " = 1'-0"

S-103

3'-6"

(T

Y P

10 EQUAL SPACES = 73'-0"

80'-0"

MOORING BOLLARD

S-102

OF THE EXISTING GATEBAY

3. TOP OF NEW GUIDEWALL SHALL MATCH THE TOP

2. SEE SHEET S-100 FOR MOORING BOLLARD LAYOUT

1. SEE SHEET S-102 FOR MOORING BOLLARD DETAILS

NOTES:

" Ø HILTI HAS ANCHOR ROD (TYP.)4

4" X 10" UHMW FENDERS40'-0"" (TYP)2

16-

EL. 12.5

EL. 10.5

EL. 8.5

EL. 6.5

EL. 4.5

EL. 2.5

STOP FENDER 9" FROM RECESS

1'-0"1'-0"6" 1'-0" 6"

"2

ELEVATION

GAP

EACH END

2 BOLTS @

RUB RAIL ANCHORAGE

SCALE: 1" = 1'-0"

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1' 2'0 6"

SCALE:1-1/2"=1'

4' 8'0 2'

SCALE:1/4"=1'

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OF MONOLITH

FULL LENGHT

" PL CRS8

TYP.

"4

R=6" 6" 11"

NUT (EACH END)

26" LONG WITH HEAVY HEX

1" Ø ANCHOR ROD,

ALTERNATE BARS

#5 @ 1'-6" MAX. O.C. (TYP)

WASHER

PLATE

"2 14"x4"x

OR APPROVED EQUAL

INTERNATIONAL INC. MSB-75

MOORING BOLLARD - MARITIME

"=1'-0"2

1SCALE: 1 S-101

S-102

DETAIL

6"

"2

1'-6" 1'-6" 2'-6"

TYPICAL JOINT DETAIL

MONOLITH

CONCRETE

TYPICAL

MONOLITH

CONCRETE

TYPICAL

GATEBAY

MONOLITH

CONCRETE

END

" = 1'-0"4

1SCALE: " = 1'-0"4

1SCALE:

1'-3"

2"

± 5'-6"

± 4'-7"± 11"

WEST END JOINT SHOWN. EAST END JOINT SIMILAR, BUT OPPOSITE.

NOTE:

"4

2"

RECESS

NEEDLE BEAM

END JOINT DETAIL

LOCK/GUIDEWALL

FENDER

4" x 10" UHMW 4" x 10" UHMW FENDER

EL. 10.5

EL. 8.5

TIP EL. -80.0

EL. 14.5

EL. 12.5

EL. 6.5

EL. 4.5

EL. 2.5

EL. 0.5

CHANNEL SIDE

LAND SIDE

3'-6"

1'-3 1/2"10'-0"

" = 1'-0"4

1SCALE:

3'-6"

± 11"

± 5'-6"

± 4'-7"

64'-1"

S-103

" = 1'-0"4

1SCALE:

3'-6"

64'-1"

8 EQUAL SPACES = 57'-1" 3'-6"

END MONOLITH PLAN

END MONOLITH PROFILE

8 EQUAL SPACES = 57'-1"

S-101

A

10'-0"±

NEEDLE BEAM RECESS

MOORING BOLLARD

BOLLARD SPACING

SEE SHEET S-100 FOR MOORING

NOTE:

(T

Y P

"2

" Ø HILTI HAS ANCHOR ROD (TYP.)4

4" x 10" UHMW TIMBER (TYP.)

STOP FENDERS 9" FROM RECESS

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CHAMBER SIDE

EL. 0.5

SEE DETAIL 1

S-102 S-101

SECTION A

" = 1'-0"2

1SCALE:

S-102

DETAIL

FACE

GUIDEWALL

GUARD ARMOR

LINE HOOK

C/L LINE HOOK

W/SECTION

C/L

NON-SHRINK GROUT

FILL WITH

572, GRADE 50

8x6x1, ASTM A

EL. 4.5

CHAMBER SIDE

EL. 8.0

SCALE: 1" = 1'-0"

GRADE 50, 6'-0" LONG

W10 x 88, ASTM A 992, GRADE 50

ASTM A 572,

"4 18" x 1

" (TYP.)4

3'-0"

"2 18"2

4140 D CONDITION SR

ASTM A 519 GRADE

" WT PIPE4

1" x 18

8"

"8 78"8

52 EQUAL SPACES = 2'-4"8

"8 33'-10

"16 93"2

13 EQUAL SPACES = 1'-9"16

LINE HOOK POST

CUT P TO FITL

(TYP.)

" MS4

3"x54

NELSON S3L"8

78 "16

"8 78"16

E

Q U

A L S

P A

C E

S

TYP.

LINE HOOK GUARD ARMOR

" = 1'-0"2

1SCALE: 1

2"

4"

"4

SECTION

A

SCALE: 6" = 1'-0"

"4

1"

(TYP.)

SECTION

SCALE: 6" = 1'-0"

B

" P CRS8

3" x4

39 L

" P CRS8

3" x4

39 L

3" 9"

3'-0"3'-0"

9" 3"

"2 11'-0"2

11'-0

GRADE 50

ASTM A992

W10 x 88

L

LINE HOOK GUARD ARMOR (TYP.)

" BENT P , ASTM A 572 GRADE 504

(TYP.)

A 572 GRADE 50

" BENT P , ASTM 4

(TYP.)

ASTM A 572 GRADE 50

" STIFFENER P ,4

EQUAL (TYP.)

MS STUDS OR APPROVED

" 4 1NELSON S3L 1 x 6

9" 3"9"3"

3'-0"3'-0"

(TYP.)

APPROVED EQUAL

MS STUDS OR

" 4 1NELSON S3L 1 x 6

SCALE: 1" = 1'-0"

SECTION

D

SCALE: 1" = 1'-0"

ELEVATION

L

CONDITION SR

(TYP.)

TOP AND BOTTOM

ASTM A 572 GRADE 50,

" STIFFENER P ,4

W SECTION

C/L

"8

R "4

R 1"

R

R

G

4140 CONDITION SR

ASTM A512 GRADE

8 x 6 x 1"

"2 17"2

LINE HOOK

SCALE: 1" = 1'-0"

1'-3" 4

8 x 6 x 1"

SCALE: 1" = 1'-0"

SECTION

C

CSK PLUG

PIPE TAP, FURNISH

" AMERICAN STANDARD 4

"16

"2

"8

D

A

B

4' 4'0

" = 1'-0"8

3SCALE:

G U

ID

E W

A L L R

E

IN

F O

R C

E M

E N

T D

E T

A

IL

S

H S -1 d g n

S-103

1' 2'0 6"

SCALE:1-1/2"=1'

2' 2'0

" = 1'-0"4

3SCALE:

A

M E

N D

R E

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New Orleans District

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H A

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A L L R

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U B

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U F L

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A R

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A R

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S P

B R

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T T

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X X

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C H

A F

A L

A Y

A B

A S

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®of Engineers

US Army Corps of Engineers

US Army Corps a u t o t im e

S O

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IDENTIFICATION

SHEET

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/0

/1

H -4 -4

B

EL. 4.5

EL. -15.5

CHANNEL SIDE

(TYP.)

BOT, E.W.

#6 @ 8"

LONGITUDINAL BARS AND PILE

ZERO CLEARANCE BETWEEN

#6@8"

6" CL (TYP.)

#6 (TYP.)

B

"=1'-0"8

3SCALE:

GUIDEWALL REINFORCEMENT DETAIL

EL. 0.5

EL. 1.5

A

SECTION

#9 @ 12"

#10 @ 9"

TIP EL. -80.0

#9 @ 9"

#9 @ 9"

#9 @ 12"

" WALL (TYP.)2

1WITH

18" Ø PIPE PILE

EACH PILE (TYP.)

8, #6 DIAG x 2'-0"

NOT ALL BARS SHOWN FOR CLARITY.

NOTE:

C.J.

#10 @ 9"

N.T.S.

#4

STANDARD HOOK

TERMINATE IN

OF #10 @ 9 AND

REINFORCING MAT

EXTEND TO ABOVE

RIP RAP

3'-0" TO 5'-0"

4"

C L

R

CLR.

6 - #7 W/ 180º STANDARD

HOOK. BARS EVENLY

DISTRIBUTED. EXTEND TO

TOP LAYER OF REINFORCEMENT

#4 @ 9"

#4 BAR @ 9"

3'-0"

4'-6"

1'-6"

SECTION

"=1'-0"4

3SCALE:

C

30" LONG

#4 BAR

"2

#4 U-BAR

2" CLR.

3'-0"

6" R

SECTION

"=1'-0"4

3SCALE:

D

DETAIL

"=1'-0"2

1SCALE: 1

S-101 S-102

C

2"

2" CLR.

#4 @ 12", 30" LONG

#4 U-BAR

TYP

18"Ø PIPE PILE

A

SECTION

DISTRIBUTED

BARS EVENLY

STANDARD HOOK,

6 - #7 W/ 180º

12)4 1 (16

"=1'-0"4

3SCALE:

THE #7 BARS USED FOR TENSION CONNECTORS, SHALL BE ASTM A 706

D

3SCALE:

H S -1 d g n

S-104

C O

N C

E P

T U

A L S

E A

L S

L A

B A

N D F

O R

M W

O R

K

2' 2'0

" = 1'-0"4

3SCALE:

NOTE

CONCRETE REACHING REQUIRED STRENGHT.

BRACING NECESSARY TO SUPPORT PIPE PILES PRIOR TO

5. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ANY

OR ALLOWED.

4. NO DEWATERING OF THE CHAMBER WILL BE PROVIDED

LOCALLY.

LOCAL COFFERDAM FOR DEWATERING THE WORK AREA

PLAN IS TO SUPPORT FORM WORK AND ALSO SERVE AS A

3. PURPOSE OF SEAL SLAB AS PRESENTED IN THE CONCEPTUAL

DIRECTION TO ACCOMODATE THE FORMS.

PAST THE MONOLITH SLAB A SUFFICIENT DISTANCE IN EACH

2. THE PRECAST CONCRETE SEAL SLAB MAY NEED TO EXTEND

ENGINEER, FOR APPROVAL.

METHODOLOGY, STAMPED BY A REGISTERED PROFESSIONAL

PLANS AND CALCULATIONS FOR PROPOSED CONSTRUCTION

THE CONCRETE MONOLITH. CONTRACTOR SHALL SUBMIT

MEANS AND METHODS REQUIRED FOR CONSTRUCTION OF

ONLY. CONTRACTOR IS RESPONSIBLE FOR DETERMINING

1. THIS IS A CONCEPTUAL DRAWING FOR BIDDING PURPOSES

M

E N

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A S

IN

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®of Engineers

US Army Corps of Engineers

US Army Corps a u t o t im e

S O

L

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IT

A T

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N N

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F

IL

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A M

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C K

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D E

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D A

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IDENTIFICATION

SHEET

U .S

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P S O

F E

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/0

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H -4 -4

CHANNEL SIDE LAND SIDE

SECTION

A

"=1'-0"4

3SCALE:

14'-0"

SLAB

(2) C6X13, 4' LONG

(CTR DESIGNED)

SLAB FORMS

(EMBEDDED IN SEAL SLAB)

(2) C3X6, 1'-6" LONG

"=1'-0"4

3SCALE:

SECTION

B

SLAB

(2) C6X13, 4' LONG

SEAL SLAB

(EMBEDDED IN SEAL SLAB)

(2) C3X6, 1'-6" LONG

CHANNEL SIDE

LAND SIDE

SCALE: 38" = 1'-0"

CONCEPTUAL SEAL SLAB PLAN FOR TYPICAL MONOLITHS

2'-6"

2'-6"

A

B

SLAB (CTR DESIGNED)

PRECAST CONCRETE SEAL

4'-0" 4'-0"

VARIES

SPACES SHALL ALIGN WITH PILE LOCATION

3SCALE:

H S -1 d g n

S-105

H A

N D

R A

IL

SCALE: 1" = 1'-0"

1' 1'0 2'

NOTES

LOCKNUTS WITH ALL ANCHORS.

WASHERS AND C.R.S. WASHERS AND C.R.S. NYLON-INSERT

HILTI, TULSA, OKLAHOMA OR EQUAL. PROVIDE C.R.S.

3. ANCHORS SHALL BE STAINLESS STEEL WITH ANCHOR RODS,

ALUMINUM PIPE, ALLOY 6061-T6.

OHIO OR EQUAL.

MANUFACTURED BY THE HOLLAENDER MFG. CO., CINCINNATI,

1. ALL HANDRAIL FLANGE FITTINGS SHALL BE ALUMINUM AS

New Orleans District

N E

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ID

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H A

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A .C .E

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A R

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H L

A

C H

A R

L E

S P

B R

A N

D S

T E

T T

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X X

A T

C H

A F

A L

A Y

A B

A S

IN

F

L O

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D E

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IP

T

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2 3

C

4 5

A

B

M A

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A P

P R

D A

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M A

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D E

S C

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IP

T

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E A

P P

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®of Engineers

US Army Corps of Engineers

US Army Corps a u t o t im e

S O

L

IC

IT

A T

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N N

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F

IL

E N

A M

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D W

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C K

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D E

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D A

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B E

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P L

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P L

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IDENTIFICATION

SHEET

U .S

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P S O

F E

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/0

/1

H -4 -4

#20 CORNER

(TYP)

CHAMBER SIDE

E

1'-0"

E

CHAMBER SIDE

#20 CORNER

(TYP)

11"

E E

HANDRAIL PLAN FOR TYPICAL MONOLITHS

HANDRAIL PLAN FOR END MONOLITHS

" =1'-0"2

1SCALE:

" =1'-0"2

1SCALE:

LAND SIDE

LAND SIDE

1'-0"

11"

11"

1'-6"

"8 51 3'-3" 3'-3" "8

1'-6""4 13'-91'-6"

E

1'-9"

11"

E

11"

E

1'-9" "8

36 EQUAL SPACES = 34'-1 1'-0"

11"

E

9"

10"

E

3'-11"

10"

E

"8

36 EQUAL SPACES = 34'-11'-6"

10"

E

2'-3" 11"

10"

E

"8

31'-10 10 EQUAL SPACES = 53'-5"

"8 51 3'-3"3'-3"

1'-6""4 13'-91'-6"

"8

10"10"

10 EQUAL SPACES = 53'-5"

"8

36 EQUAL SPACES = 34'-1

"8

36 EQUAL SPACES = 34'-1

11"

1'-0"

3SCALE:

S-105A

H A

N D

R A

IL

SCALE: 1" = 1'-0"

1' 1'0 2'

NOTES

LOCKNUTS WITH ALL ANCHORS.

WASHERS AND C.R.S. WASHERS AND C.R.S. NYLON-INSERT

HILTI, TULSA, OKLAHOMA OR EQUAL. PROVIDE C.R.S.

3. ANCHORS SHALL BE STAINLESS STEEL WITH ANCHOR RODS,

ALUMINUM PIPE, ALLOY 6061-T6.

OHIO OR EQUAL.

MANUFACTURED BY THE HOLLAENDER MFG. CO., CINCINNATI,

1. ALL HANDRAIL FLANGE FITTINGS SHALL BE ALUMINUM AS

T O

P M

O U

N T D

E T

A

IL

S H

S -1

A d g n

/3

/2

C P

B A

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H E

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New Orleans District

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L .E .C

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ID

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H A

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A L L R

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A .C .E

B A

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U B

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U F L

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A R

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A

C H

A R

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B R

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X X

A T

C H

A F

A L

A Y

A B

A S

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2 3

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4 5

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B

M A

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T

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®of Engineers

US Army Corps of Engineers

US Army Corps a u t o t im e

S O

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F

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IDENTIFICATION

SHEET

U .S

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/0

/1

H -4 -4

SCALE: 1" = 1'-0" SCALE: 1" = 1'-0"

SCHED 80 (TYP)

APPROVED EQUAL

RAIL NO. 3 CROSS OR

HOLLAENDER SPEED

APPROVED EQUAL

RAIL NO. 5 CROSS OR

HOLLAENDER SPEED

APPROVED EQUAL

RAIL NO. 7 CROSS OR

HOLLAENDER SPEED

TYPICAL SIDE MOUNT HANDRAIL ELEVATION

EMBEDMENT

MINIMUM

ELEVATION END SECTION

TYPICAL SIDE MOUNT HANDRAIL

NO. 52E FLANGE (TYP)

NO. 52E FLANGE

ELEVATIONPLAN

SCALE: N.T.S.

SIDE MOUNT DETAIL

C FLANGEL

SEE NOTE 3

HAS ANCHOR ROD,

FOR SPACING, SEE HANDRAIL LAYOUTS

DIM E

"8

"4

EL. +14.5

EL. +14.5EL. +14.5

S-105

SEE SHEET

FOR SPACING, SEE HANDRAIL LAYOUTS

DIM E

4"4"

8"

/2

/2

E M

B E

D M

E N

T M

IN

IM

U M

NO. 48 FLANGE

SCALE: 1" = 1'-0"

SCALE: 1" = 1'-0"

SCHED 80 (TYP)

SCHED 80 (TYP)

EL. 14.5

16 " � HOLES

SCALE: N.T.S.

APPROVED EQUAL

RAIL NO. 5 CROSS OR

HOLLAENDER SPEED

TYPICAL TOP MOUNT HANDRAIL ELEVATION

ELEVATIONPLAN

ELEVATION END SECTION

TYPICAL TOP MOUNT HANDRAIL

8" NEOPRENE PAD

TOP MOUNT DETAIL

EL. 14.5

TYP

HAS ANCHOR ROD,

SEE NOTE 3

APPROVED EQUAL

RAIL NO. 7 CROSS OR

HOLLAENDER SPEED

APPROVED EQUAL

RAIL NO. 3 CROSS OR

HOLLAENDER SPEED

S-105

SEE SHEET

CAUTION

DETAIL (TYP)

EYEBOLT, SEE

(TOP RAIL ONLY)

AND CAUTION SIGN

EYE BOLT SNAP, C.R.S.

'' CHAIN, W/ROUND 8

EQUAL (TYP.)

NO.5 CROSS OR APPROVED

HOLLAENDER SPEED RAIL

EQUAL (TYP.)

NO.5 CROSS OR APPROVED

HOLLAENDER SPEED RAIL

EYEBOLT, SEE DETAIL (TYP.)

EQUAL (TYP.)

NO.7 CROSS OR APPROVED

HOLLAENDER SPEED RAIL

VENT HOLE

80 (TYP.)

PIPE, SCHEDULE

EL. 14.5

SEE HANDRAIL PLAN

FOR DETAILS FOR DETAILS

SEE HANDRAIL PLAN

SECTION

A

PLAN VIEW @ BOLLARD

C/L BOLLARD

CHAMBER SIDE

GUIDEWALL

FACE OF " P , C.R.S.8

L

HANDRAIL

C/L

FOR DETAILS

SEE HANDRAIL PLAN

TYP. MONO

END MONO

10"

SEE HANDRAIL PLAN

FOR DETAILS

" = 1'-0"4

3SCALE:

11" TYP. MONO

10" END MONO

1'-9" TYP. MONO

3'-11" END MONO

11" TYP. MONO

10" END MONO

1'-9" TYP. MONO

2'-3" END MONO

SCALE: 34" = 1'-0"

11"1'-9" TYP. MONO

3'-11" END MONO

1'-9" TYP. MONO

2'-3" END MONO

11"

TYP. MONO

END MONO

10"

"2

"2

W/HEX NUT, C.R.S.

EYEBOLT DETAIL

SCALE: 12'' = 1'- 0''

New Orleans District

E

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A L L R

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A .C .E

B A

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U B

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U F L

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A R

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A

C H

A R

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B R

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A T

C H

A F

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A B

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2 3

C

4 5

A

B

M A

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A P

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D E

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IP

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®of Engineers

US Army Corps of Engineers

US Army Corps a u t o t im e

S O

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IT

A T

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N N

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F

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E N

A M

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C K

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IDENTIFICATION

SHEET

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H -4 -4

CHAMBER SIDE

B

SECTION

" =1'-0"4

3SCALE:

CHAMBER SIDE

C

SECTION

" =1'-0"4

3SCALE:

" = 1'-0"4

3SCALE:

REINFORCEMENT @ BOLLARD

PLAN VIEW @ EL. 14.5

" = 1'-0"4

3SCALE:

ELEVATION, CHAMBER SIDE

" = 1'-0"4

3SCALE:

CHAMBER SIDE

A

SECTION

" =1'-0"4

3SCALE:

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5'-6"

EQUAL

OR APPROVED

MSB-75 BOLLARD

#4 @ 9"

6, #4 ES

3, #4 TIES

#4'S

2'-6"

4"

#4#9 @ 9"

BAR

GUARD ARMOR

LINE HOOK

C H

A M

B E

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#9 @ 9"

#9 @ 9"

HOOK DETAILS

S-102A FOR LINE

SEE SHEET

2, #9

W SECTION

C/L

4, #4 TIES ES

NOT SHOWN FOR CLARITY

BASE SLAB REINFORCING

NOTE:

#4 @ 9"

"2

"2 14"2

14 9, #4 @ 9"

"2

#4 @ 9"

#9 @ 9" O.C EF 9, #4 ES #9 @ 9" O.C EF

#9 E.S.

#9 @ 9" O.C EF

#4 @ 9"

9, #4 E.S.

#9 @ 9" O.C EF

#4 @ 9"

9, #9 E.F.

3, #4 TIES

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6'-6"

9, #4 BARS E.S.

#4 @ 9" O.C.

V A

R

IE

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V A

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SEE S-102 FOR DETAILS

BOLLARD (TYP.)

BOLTS FOR MOORING (TYP.)

8"

#4 TIE

#9 @ 9"

#4

#9 @ 12"

#9 @ 9"

#9 BAR @ 9" (TYP.)

#9 @ 12"

GUARD ARMOR

LINE HOOK

FOR LINE HOOK DETAILS

SEE SHEET S-102A

2, #9 2, #9 #9 @ 12"

#9, 8'-0" LONG

9, #9 ES

9" 9"

#9 @ 9" EF

#9 @ 9" EF

#9 @ 9" EF

7, #9 BARS

#9 @ 12"

9, #9 ES

9" 9"

#9 @ 9" EF#9 @ 9" EF

FOR LINE HOOK DETAILS

SEE SHEET S-102A

4, #9 ES 4, #9 ES

#4 TIES

#9 @ 12"

A

M E

N D

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W D

R A

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A

B

Questions and Answers

1. Section b on sheet s‐101 shows a ¾”hilti threaded insert with 5” embedment for the plastic timbers. the typical monolith profile however shows a ½”diameter hilti anchor rod. Shouldn’t the anchor rod and threaded insert be the same diameter? Please clarify.

Anchor rod and threaded insert shall be 3/4".

2. Will the contractor be allowed to use the levee top/asphalt road adjacent to the north guidewall for material deliveries, concrete trucks, concrete pump trucks etc.?

The contractor is not allowed to use the levee top/asphalt road for access,

3. Upon visitation to the jobsite, I noticed a stockpile of what looked like new plastic timbers. Are these timbers available for use on this project? If so, please provide an inventory so that the contractor will know if an adequate supply of timbers is on hand.

The government is not supplying the new timber fenders.

4. Sheet R‐004 shows the top of the concrete and sector gate structure to be elevation 16.0. Sheet S‐101 shows the top of concrete for the new south guide wall to be elevation 14.5. Is there an transition between top of gate bay and top of new guide wall?

The reference drawings (R‐X) use a different datum than the other contract drawings.

5. Are these two elevations taken using different datum?

Yes, the reference drawings (R‐X) use a different datum than the other contract drawings.

6. See Plan Sheet S‐104. The suggested precast soffit approach assumes the pipe pile will attain sufficient bearing capacity to support the soffit formwork and concrete cap. What is the required pipe pile bearing capacity?

The assumed ultimate axial pile compression capacity for a pile at El. ‐80.0 is 240k.

7. Will pile tests be required on the 18” pipe pile? If so, please provide pile test specifications.

No pile test is required.

8. Reference Section B on Plan Sheet S‐101. Will cast‐in‐place anchors of equal design capacity be considered acceptable?

We cannot pre‐approve changes to design concepts; however, all reasonable Contractor requests will be evaluated.

9. There is no specification section for the 12”x12” Reinforced Composite Marine Timbers shown on the plans. Please provide a specification for the composite marine timbers.

Fender requirements are stated in 05 05 13 paragraph 2.2.5.1

10. Are there any prevailing wage rates required for divers? Yes there are.

11. Section A on drawing S‐103 is calling for rebar to be welded to pipe piles. Is the intent for an underwater welded connection?

Drawing S‐104 has a conceptual formwork concept that seals around the piles during construction of the guidewall, allowing all of the required work to be completed in the dry.

However, the contractor shall determine his own means and method that best suits his ability to construct the guidewall.

12. Reference paragraph 3.1.4.7, Tremie Equipment, under specification 03 31 00.00 12, Cast‐in‐ Place Concrete. Please clarify which sections of the concrete guidewall can be poured underwater.

Drawing S‐104 has a conceptual formwork concept that seals around the piles during construction of the guidewall, allowing all of the required work to be completed in the dry.

However, the contractor shall determine his own means and method that best suits his ability to construct the guidewall

13. Reference paragraph 3.1.2, Timber Piles, under specification 02 41 00, Demolition. If the timber piles cannot be extracted due to termite infestation, how will subsurface obstructions that impact new pipe pile installation be handled.

These situations will be handled on a case by case basis, however, one option may be to adjust the pile layout.

14. Section B on drawing C‐101 indicates that articulated concrete mats extends for over 1,000’ of the guidewall. Section A on drawing S‐101 indicates that the articulated concrete mats, or 3’ to 5’ of riprap, is to be removed for pile driving, then replaced back after pile installation. There are no details of the articulated concrete mats in the reference drawings. We are unclear how to remove the articulated concrete mats without damaging them. Please clarify how the articulate concrete mats are to be removed and replaced. Alternatively, please provide a bid item that quantifies either replacement of concrete mats, or replacement with riprap in lieu of concrete mats.

The contractor should determine the best method to move the mats that least affects the mat integrity. If the mats are damaged such that they may not be reused, a change will be issued to the contract.

15. Section A on drawing S‐101 indicates a significant quantity of rock to be removed for pile installation. Can this material be stockpiled on the south bank for reinstallation after piling installation? If stockpiling on the south bank will not be allowed, then please indicate where the rock material may be stockpiled.

Stockpiling of the material will not be allowed, the intent is to remove enough material to drive the pile and then spread the rock back around the pile.

16. Section b on sheet s‐101 shows a ¾”hilti threaded insert with 5” embedment for the plastic timbers. The typical monolith profile however shows a ½”diameter hilti anchor rod. Shouldn’t the anchor rod and threaded insert be the same diameter? Please clarify.

Anchor rod and threaded insert shall be 3/4".

17. Will the contractor be allowed to use the levee top/asphalt road adjacent to the north guidewall for material deliveries, concrete trucks, concrete pump trucks etc?

The contractor is not allowed to use the levee top/asphalt road for access,

18. Upon visitation to the jobsite, I noticed a stockpile of what looked like new plastic timbers. Are these timbers available for use on this project? If so, please provide an inventory so that the contractor will know if an adequate supply of timbers is on hand.

The government is not supplying the new timber fenders.

19. Sheet R‐004 shows the top of the concrete and sector gate structure to be elevation 16.0. Sheet S‐101 shows the top of concrete for the new south guide wall to be elevation 14.5. Is there an transition between top of gate bay and top of new guide wall?

The reference drawings (R‐X) use a different datum than the other contract drawings.

20. Are these two elevations taken using different datum?

Yes, the reference drawings (R‐X) use a different datum than the other contract drawings.

Diver Services Wage Rates

WD 02-0190 (Rev.-27) was first posted on www.wdol.gov on 07/10/2018 Diver Services

REGISTER OF WAGE DETERMINATIONS UNDER | U.S. DEPARTMENT OF LABOR

THE SERVICE CONTRACT ACT | EMPLOYMENT STANDARDS ADMINISTRATION

By direction of the Secretary of Labor | WAGE AND HOUR DIVISION

| WASHINGTON, D.C. 20210

Daniel W. Simms Division of Wage | Wage Determination No: 2002-0190 Director Determinations | Revision No: 27

| Date Of Revision: 07/03/2018 Note: Under Executive Order (EO) 13658, an hourly minimum wage of $10.35 for calendar year 2018 applies to all contracts subject to the Service Contract Act for which the contract is awarded (and any solicitation was issued) on or after January 1, 2015. If this contract is covered by the EO, the contractor must pay all workers in any classification listed on this wage determination at least $10.35 per hour (or the applicable wage rate listed on this wage determination, if it is higher) for all hours spent performing on the contract in calendar year 2018. The EO minimum wage rate will be adjusted annually. Additional information on contractor requirements and worker protections under the EO is available at www.dol.gov/whd/govcontracts State: Louisiana Area: Louisiana Statewide

**Fringe Benefits Required Follow the Occupational Listing**

Employed on contract for Diving services.

OCCUPATION CODE - TITLE FOOTNOTE RATE

47030 - Deck Hand 15.71 47040 - Diver 37.38 47041 - Diver Tender 21.50 47090 - Oiler/Diesel Oiler 13.22 47601 - Tug Boat Operator/Engineer 21.01 Note: Executive Order (EO) 13706, Establishing Paid Sick Leave for Federal Contractors, applies to all contracts subject to the Service Contract Act for which the contract is awarded (and any solicitation was issued) on or after January 1, 2017.